#import "assets/sheet.typ": calcline, calcsheet, check

#let data = json("results.json")
#let n = data.values
#let checks = data.checks
#let round(value, digits: 2) = calc.round(value, digits: digits)

#show: calcsheet.with(
  title: "Concrete Beam Analysis",
  project: data.project,
  prepared-by: data.prepared_by,
)

= Reinforced Concrete Beam

Simple-span rectangular beam under uniform gravity load. Numbers come from `calc.py`. This sheet only presents them.

#let beam-sketch = {
  set align(center)
  box(width: 82%, inset: (y: 8pt))[
    #line(length: 100%, stroke: 1.4pt)
    #v(-7.5pt)
    #grid(
      columns: (auto, 1fr, auto),
      align: (left, center, right),
      polygon(fill: black, (0pt, 0pt), (8pt, 10pt), (-8pt, 10pt)),
      text(size: 9pt)[$w_u$ uniform factored load],
      polygon(fill: black, (0pt, 0pt), (8pt, 10pt), (-8pt, 10pt)),
    )
    #v(2pt)
    #text(size: 9pt)[#n.span_ft ft simple span · #n.bw_in in × #n.h_in in section]
  ]
}

#figure(
  beam-sketch,
  caption: [#n.span_ft ft simply supported beam, #n.bw_in in × #n.h_in in rectangular section.],
)

== Loads and Beam Demand

#calcline([$L = #n.span_ft " ft"$], [Simple span])
#calcline([$B_t = #n.tributary_ft " ft"$], [Tributary width])
#calcline([$D = #n.D_psf " psf"$], [Dead load including superimposed dead])
#calcline([$L_L = #n.L_psf " psf"$], [Live load])
#calcline([$w_("sw") = #round(n.self_weight_klf, digits: 3) " kip/ft"$], [Beam self-weight])
#calcline(
  [$w_u = 1.2 w_D + 1.6 w_L = #round(n.wu_klf, digits: 3) " kip/ft"$],
  [Factored uniform line load],
)
#calcline(
  [$M_u = w_u L^2 / 8 = #round(n.Mu_kipft) " kip·ft"$],
  [Maximum positive moment],
)
#calcline(
  [$V_u = w_u L / 2 = #round(n.Vu_kip) " kip"$],
  [Support shear],
)

== Flexural Strength

#calcline([$b_w = #n.bw_in " in"$], [Beam width])
#calcline([$h = #n.h_in " in"$], [Overall depth])
#calcline([$d = #n.d_in " in"$], [Effective depth])
#calcline([$f'_c = #n.fc_ksi " ksi"$], [Concrete compressive strength])
#calcline([$f_y = #n.fy_ksi " ksi"$], [Steel yield strength])
#calcline([$A_s = #n.As_in2 " in"^2$], [Provided tension steel (2 No. 5)])
#calcline(
  [$a = A_s f_y / (0.85 f'_c b_w) = #round(n.a_in, digits: 3) " in"$],
  [Equivalent compression-block depth],
)
#calcline([$epsilon_t = #round(n.et, digits: 4)$], [Net tensile strain])
#calcline([$phi = #round(n.phi, digits: 2)$], [Strength reduction factor])
#calcline(
  [$phi M_n = phi A_s f_y (d - a/2) = #round(n.phiMn_kipft) " kip·ft"$],
  [Design flexural strength],
)

#v(7pt)
#check(
  "Flexural strength",
  checks.flexure.demand,
  checks.flexure.capacity,
  unit: "kip·ft",
  ok: checks.flexure.ok,
  demand-label: [$M_u$],
  capacity-label: [$phi M_n$],
)

== Minimum Steel and Concrete Shear

#calcline([$A_("s,min") = #round(n.As_min_in2, digits: 3) " in"^2$], [Minimum longitudinal steel])
#calcline([$A_("s,prov") = #round(n.As_in2, digits: 3) " in"^2$], [Provided longitudinal steel])

#v(7pt)
#check(
  "Minimum longitudinal reinforcement",
  checks.minimum_steel.demand,
  checks.minimum_steel.capacity,
  unit: "in²",
  ok: checks.minimum_steel.ok,
  demand-label: [$A_("s,min")$],
  capacity-label: [$A_("s,prov")$],
)

#v(10pt)
#calcline([$V_c = 2 sqrt(f'_c) b_w d = #round(n.Vc_kip) " kip"$], [Concrete shear strength])
#calcline([$phi V_c = #round(n.phiVc_kip) " kip"$], [Design concrete shear strength])

#v(7pt)
#check(
  "Concrete shear",
  checks.shear.demand,
  checks.shear.capacity,
  unit: "kip",
  ok: checks.shear.ok,
  demand-label: [$V_u$],
  capacity-label: [$phi V_c$],
)